Open graded friction courses constructed with high quality, polish resistant
aggregates have an outstanding capacity for providing and maintaining
good frictional characteristics over the operating range of speeds onhigh
speed highways. Their macrotexture facilitates drainage of water from
the tire/pavement interface, improving tire contact with the pavement
and reducing the potential for hydroplaning.

Open graded friction courses have generally provided good performance
for 7 to 10 years under a range of traffic conditions. When failures have
occurred, many were resolved by making minor refinements to the mix design
and construction procedures to adjust for local conditions.

When compared to other high type surfaces, open graded friction courses
have demonstrated the following advantages:

(1) provide and maintain good high speed, frictional qualities (the
frictional characteristics are rela tively constant over the normal
ranHx of operating speeds);

(2) reduce the potential for hydroplaning;

(3) reduce the amount of splash and spray;

(4) are generally quieter, often providing a 3 to 5 decibel reduction
in tire noise;

(6) conserve high quality, polish resistant aggregates, which may
be scarce in some areas, because they are placed only as a surface
layer, up to 3/4 inch thick.

Open graded friction courses exhibit the following limitations:

(1) increase the potential for stripping of the surface and underlying
pavement (they do not seal the underlying pavement against moisture
intrusion);

(2) require special snow and ice control methods and generally remain
icy longer;

(3) require special patching and rehabilitation techniques;

(4) do not add structural value to the pavement (theirperformance
is governed by the condition of underlying pavement) ; and

(5) may ravel and shove when used at intersections, locations with
heavy turning movements, ramp terminals, curbed sections and other
adverse geometric locations.

RECOMMENDATIONS. In selecting an OGFC, a number of factors should
be considered, such as the environmental conditions, alignment, accident rates
and the frictional properties of the State's standard surface mixes. Some
locations or pavements may not be appropriate for an OGFC and therefore proper
project selection must be considered. For an OGFC to perform as intended,
it must be properly designed, constructed, and maintained.

An OGFC should only be placed on structurally sound pavements that have
minimal cracks, ruts, bleeding and depressions. Pavement cracks are as
likely to reflect through an OGFC as with any other thin asphalt course.
The high air voids content in an OGFC will allow water to drain into it
and attempt to flow laterally. Ruts in the underlying pavement may inhibit
lateral flow and cause water to pond in the ruts, promoting separation
of the OGFC from the underlying pavement. An OGFC placed on a bleeding
pavement may lose its drainage characteristics (close up) due to the migration
of the free asphalt from the underlying pavement.

The underlying pavement should be sealed with a 50 percent diluted asphalt
emulsion, applied at a rate of 0.05 to 0.10 gallons per square yard. An
OGFC willincrease the amount of time that the underlying pavement will
be wet. If the underlying pavement has a high air voids content, stripping
potential is increased.

Specifications should require the coarse aggregate to be polish resistant
and 100 percent crushed material. Carbonate aggregates should not be used.
Certain slags and light weight aggregates have demonstrated satisfactory
performance. The frictional qualities of an OGFC are affected by the microtexture
of the coarse aggregate. It is poor practice to construct a premium friction
course and then have its effectiveness lost due to polishing.

An OGFC should be designed in accordance with the mix design procedures
included as the Attachment to this Technical Advisory. A copy of
this Attachment is available online in .PDF format.
The basic steps in this procedure determine asphalt content, mixing temperature,
air voids, and moisture damage susceptibility.

(1) An OGFC generally has a higher asphalt content than a dense graded
mix and uses an equal or harder grade of asphalt. A very heavy asphalt
film on the aggregate is essential for longevity. The film helps to
resist stripping and oxidation of the asphalt cement. Typical dense
graded mixes achieve a 4-6 micron average film thickness, where as
an OGFC requires a 8-11 micron average film thickness. The OGFC has
a black shiny appearance and appears to have excessive asphalt when
compared to a dense graded mix. It is critical that no reduction in
asphalt content be made based on the appearance of the OGFC. Excessive
drain down of asphalt in the haul trucks can usually be corrected
by lowering the mixing temperature or correcting deficiencies in the
mixing and handling procedures. The combined handling and hauling
of the mix should be limited to 40 miles or 1 hour.

(2) To ensure that a heavy asphalt cement film is actually obtained,
the mixing temperature should correspond to the asphalt viscosity
in the range of 700 to 900 centistokes from the temperature- viscosity
curve for the asphalt cement. Higher mixing temperatures can cause
the asphalt cement to flow off the aggregate. This may result in some
areas of the mat having excessive asphalt, others not enough. A range
of 2 to 5 percent minus 200 material in the mix will help achieve
a thickasphalt cement film. A number of State and local agencies have
successfully used latex modified asphalt and other additives to improve
OGFC performance.

(3) The air voids analysis is not necessarily required for each project.
However, it should be conducted when developing master gradation bands
for open graded mixes or when considering new aggregate sources.

(4) An OGFC should be tested for moisture susceptibility because
its high air voids content increases the potential for stripping.
The mix should be tested for retained coating (AASHTO T 182) and retained
strength (modified AASHTO T 165 and T 167). If stripping is observed,
the mix design must be re vised. The aggregates may be changed or
an asphalt cement additive selected. Additional tests should be performed
using the revised mix design.

One ounce of silicone should be added to every 5000 gallons of asphalt
cement. This additive will improve mix workability and reduce the potential
of tearing the mat under the paver screed. It also improves mix discharge
from the truck beds.

An OGFC is placed as a thin lift and loses heat quickly. An OGFC should
only be placed when the underlying pavement surface and ambient temperature
have reached 600° F,otherwise raveling may result. Late season placement
of an OGFC may prevent adequate curing of the asphalt cement and should
be discouraged

An OGFC should be placed full width, from outside edge to outside edge
of the shoulders, to provide a cross-section with uniform frictional properties.
As a minimum, it should extend 3 feet onto the shoulder. Do not place
dense graded mix or curb and gutter adjacent to an OGFC. This will obstruct
the lateral flow of water.

Handwork during placement should be minimized to avoid roughening of
the surface. Rolling of an OGFC should be limited to one or two passes
of an 8 to 10 ton static steel wheel roller to seat the mix. Longitudinal
and transverse joints should be kept to a minimum. Joints should be butted
rather than lapped.

Maintenance on roadways surfaced with an OGFC should avoid any activities
which may obstruct the lateral flow of water through the OGFC.

(1) Traffic striping may inhibit lateral water flow if the stripe
material is applied at a heavy rate or an excessive amount of reflective
beads are used.

(2) Snow and ice control should be limited to plowing and chemical
deicers. The use of sand or other abrasive to improve traction must
be avoided.

(3) All crack and joint sealing should be performed prior to placing
OGFC. When sealing is required on reflective cracks through an OGFC,
only transverse joints should be sealed.

(4) Only small dense graded patches which allow for lateral flow
of water through the OGFC should be considered. When larger areas
of patching are involved OGFC should be replaced with OGFC.

(5) A fog coat can be applied to an OGFC to extend the life of the
asphalt binder. The fog coat is a 50 percent dilution of asphalt emulsion
applied in two passes at a rate of 0.05 gallons per square yard for
each pass. The use of rejuvenating agents should be avoided.

(6) When any additional overlay is required on the pavement, the
existing OGFC surface must be re moved.

/S/
Anthony R. Kane
Associate Administrator for
Program Development

Attachment

OPEN GRADED FRICTION COURSE (OGFC) FHWA MIX DESIGN PROCEDURE

This document combines and updates the design procedure found in
Federal Highway Administration Report No. FHWA-RD-74-2, Appendix A and
B and Supplements 1 & 2 to the report which were distributed by FHWA
Bulletin, dated July 11, 1975. The procedure has been expanded to consider alternative
equipment. A suggested laboratory report form is included at the end
of the design procedure.

1.0Material Requirements

Definitions. The grading terminology used in this design procedure is defined
as follows:

Coarse Aggregate Fraction - the aggregate from each source or combined job
mix formula (JMF), which ever is specified, that is retained on a No.8 sieve.

Fine Aggregate Fraction - the aggregate from each source or combined JMF,
which ever is specified, that passes a No.8 sieve.

Predominant Aggregate Fraction - the aggregate from the combined JMF that
passes a 3/8" sieve and is retained on a No.4 sieve.

1.1 Aggregate. Use high quality, polish resistant aggregate with a capacity
to provide and maintain good frictional characteristics. It is recommended that
relatively pure carbonate aggregates or any aggregates known to polish be excluded
from the coarse aggregate fraction. The coarse aggregate fraction should have
at least 75 percent by weight of particles with at least two fractured faces
and 90 percent with one or more fractured faces The abrasion loss (AASHTO T
96) should not exceed 40 percent.

1.2 Mineral Filler. Mineral filler as specified in AASHTO M 17 or as
specified in the State's Standard Material Specifications is suitable for OGFC
design.

1.3 Gradation. The recommended gradation for OGFC is as follows:

U. S. Sieve Size

Percent Passing (by weight)

1/2"

100

3/8"

95-100

#4

30-50

#8

5-15

#200

2-5

1.4 Asphalt Cement. The recommended grade of asphalt cement is AC-20,
AASHTO M 226 Table 2. Other grades of asphalt should be considered when local
conditions indicate a necessity or when an improved performance can be achieved.

1.5 Asphalt Additives. Additives may be required to improve the properties
of the asphalt binder to resist stripping, retard oxidation (aging) or improve
temperature susceptibility. Additives routinely used by the highway agency should
be acceptable for OGFC mixes. Additives which have not been previously used
should be considered experimental features and examined accordingly. In either
situation, all additives required for the mix must be incorporated in the mix
design.

2.0Preliminary Data

2.1 Gradation. Test the aggregate from each source, as received for
the project, for gradation. If mineral filler is submitted as a separate item,
it should also be tested for specification compliance. Analyze the gradation
results to determine the JMF that will meet the specification limits of Section 1.3.

2.2 Specific Gravity. Separate the coarse and fine aggregate for each
aggregate source and determine the bulk and apparent specific gravity of the
coarse and fine aggregate fractions for each source of material submitted. Utilizing
the information verified in Section 2. 1, mathematically compute the bulk specific
gravity (SGb) for the coarse and fine aggregate fractions for the
proposed JMF gradation. If the bulk specific gravities of the aggregate sources
are significantly different, a gradation analysis based on aggregate weight
will not reflect the actual particle size distribution. Re-examine the gradation
of the aggregate blend on a volume basis for compliance with Section 1.3.

Compute the apparent specific gravity (SGa) of the predominant
aggregate fraction based on the proportion of predominant aggregate from each
source and utilizing the specific gravity information obtained above.

2.3 Viscosity. Test the asphalt cement to be used for specification
compliance with AASHTO M 226. The asphalt cement binder used for the temperature-viscosity
data should include all additives proposed for the mix.

3.0Asphalt Content

3.1 Surface Capacity. Determine the surface capacity of the predominant
aggregate fraction in accordance with the following procedure (AASHTO T 270):

3.1.1 Quarter out a 105 gram sample of the predominant aggregate.
Dry the sample on a hot plate or in an oven (230 ± 9°F) to a constant
weight and allow the sample to cool to room temperature.

3.1.2 Reduce the sample to approximately 100.0 grams (measured to
0.1 gram) and place the sample in a metal funnel with a piece of screen (No.10
sieve) fastened above the orifice. The suggested funnel size is top diameter
3-1/2 inches, height 4-1/2 inches, orifice 1/2 inch.

3.1.4 Drain the sample in the funnel for 2 minutes. Place the funnel
containing the sample in an oven (140 ± 5°F) for 15 minutes of additional
drainage.

3.1.5 Pour the sample from the funnel into a tared pan, cool to room
temperature, and reweigh the sample to the nearest 0.1 gram.

3.1.6 Compute the percent oil retained (POR) using the following equation:

POR

=

SG a
2.65

x

(B-A)
A

x 100

where SGa =apparent specific gravity of the predominant aggregate

A = oven dry weight of the sample (Step 3.1.2)

B = coated weight of the sample (Step 3.1.5)

3.1.7 WHEN USING THE PROCEDURE FOR HIGHLY ABSORPTIVE AGGREGATE, AFTER
DETERMINING THE POR, POUR THE SAMPLE ONTO A CLEAN DRY ABSORPTIVE CLOTH AND
OBTAIN A SATURATED SURFACE DRY CONDITION.

3.1.8 POUR THE SAMPLE FROM THE CLOTH INTO A TARED PAN AND REWEIGH
THE SAMPLE TO THE NEAREST 0.1 GRAM.

3.1.9 COMPUTE THE PERCENT OIL ABSORBED (POA) USING THE FOLLOWING EQUATION):

POA

=

(C-A)
A

x 100

WHERE A = DRY WEIGHT OF THE SAMPLE (STEP 3.1.2)

C = SATURATED SURFACE DRY WEIGHT OF THE SAMPLE (STEP 3.1.8)

DETERMINE THE PERCENT (FREE) OIL RETAINED (PORA) USING THE FOLLOWING EQUATION:

PORA = POR - POA

3.1.10 Compute the surface constant value (Kc) for the
predominant aggregate using the following equation or use Figure 1 below:

Kc = 0.1 + 0.4(POR)

WHEN USING THE PROCEDURE FOR HIGHLY ABSORPTIVE AGGREGATE, THE EQUATION FOR
THE KCA. VALUE IS:

KCA = 0.1 + 0.4(PORA)

Percent oil Retained (POR)

Figure 1: SURFACE CAPACITY (Kc) GRAPH

3.2 Asphalt Content. Compute the required JMF asphalt content (ACJMF)
which is based on the weight of aggregate from the following equation. The asphalt
content computed from this formula is the same regardless of the asphalt grade
or viscosity.

ACJMF

=

(2(Kc)
+ 4.0)

x

2.65SGa

WHEN USING THE PROCEDURE FOR HIGHLY ABSORPTIVE AGGREGATE, DETERMINE THE REQUIRED
ASPHALT CONTENT (ACJMF) AS FOLLOWS :

COMPUTE THE EFFECTIVE ASPHALT CONTENT (ACEFF) FROM THE FOLLOWING EQUATION:

ACEFF

=

(2(KCA)
+ 4.0)

x

2.65SGa

COMPLETE SECTION 4.0 AND 5.0, THEN CONTINUE WITH THE DETER MINATION OF THE
ASPHALT CONTENT AS FOLLOWS:

PREPARE A TRIAL MIXTURE USING AN ASPHALT CONTENT EQUAL OR SOMEWHAT GREATER
(ESTIMATE AMOUNT THAT WILL BE ABSORBED) THAN THE EFFECTIVE ASPHALT CONTENT (ACEFF)
DETERMINED ABOVE AND USING THE AGGREGATE GRADATION AS DETERMINED IN SECTION 5.2.

USING A SUITABLE TECHNIQUE, SUCH AS THE TEST FOR MAXIMUM SPECIFIC GRAVITY
OF ASPHALT MIXTURES (AASHTO T 209), DETERMINE THE ACTUAL QUANTITY OF ASPHALT
ABSORBED (IN PERCENT, BASED ON TOTAL WEIGHT OF AGGREGATE).

DETERMINE THE JMF ASPHALT CONTENT (ACJMF) OF THE ABSORPTIVE MIXTURE
USING THE FOLLOWING EQUATION:

ACJMF = ACEFF + actual asphalt absorbed

4.0Void Capacity of Coarse Aggregate

4.1 Unit Weight. Determine the unit weight of the coarse aggregate fraction
of the proposed JMF by either of the following procedures (FHWA-RD-72-43 or
ASTM D 4253 modified).

Method 1 Rammer. - A portable electromagnetic vibrating rammer as shown
in Figure 3, having a frequency of 3,600 cycles a minute, suitable for use
with 115-volt alternating current. The rammer shall have a tamper foot and
extension as shown in Figure 4.

Wooden Base. - A plywood disc 15 inches in diameter, 2 inches thick, with
a cushion (rubber hose) attached to the bottom. The disc shall be constructed
so it can be firmly attached to the base plate of the compaction mold.

Method 2 (experimental) Vibrating Table. - A vibrating table capable of
inducing a vibratory force to the sample at 3,600 cycles a minute and at an
amplitude of (0.013 + 0.002 inch) . (Soiltest CN-166 or equivalent)

Timer. - A stopwatch or other timing device graduated in divisions Of 1.0-second
and accurate to 1.0-second, and capable of timing the unit for up to 2 minutes.
An electric timing device or electrical circuits to start and stop the vibratory
compactor may be used.

Dial Indicator - A dial indicator graduated in 0.001-inch with a travel
range of 3.0 inches.

4.1.2 Sample. Select a sample of the coarse aggregate fraction (approx.5
lb. ) from the proposed JMF as verified in Section 2.1. If the bulk specific
gravity of the coarse aggregate is less than 2.0, reduce the size of the sample
to approximately 3.5-lb. Weigh the sample to the nearest 0.1 pound.

4.1.3 Procedure

Method 1. Pour the selected sample into the compaction mold and place the
tamper foot on the sample. Place the guide-reference bar over the shaft of
the tamper foot and secure the bar to the mold with the thumb screws.

Place the vibratory rammer on the shaft of the tamper foot and vibrate for
15 seconds. During the vibration period, the operator must exert just enough
pressure on the hammer to main tain contact between the sample and the tamper
foot.

Remove the vibratory rammer from the shaft of the tamper foot and brush
any fines from the top of the tamper foot. Measure the thickness (t) of the
compacted material to the nearest 0.01 inch.

Method 2. (experimental) Pour the selected sample into the compaction mold
and place the surcharge base plate on the sample.

Lower the surcharge weight onto the surcharge base plate and vibrate the
assembly for 2 minutes.

Remove the surcharge weight and brush any fines from the top of the surcharge
base plate. Measure the thickness (t) of the compacted material to the nearest
0.01 inch.

5.2 Compare the optimum fine aggregate content (Y) determined in Section
5.1 to the amount passing the No.8 sieve of the proposed JMF. If these values
differ by more than 1 percentage point, revise the JMF using the value determined
for optimum fine aggregate content. Recompute the proportions of coarse and
fine aggregates (as received) to meet the revised JMF. If the proposed and revised
JMF gradations are significantly different, it may be necessary to rerun portions
of this procedure

6.0Optimum Mixing Temperature

Prepare a sample of aggregate (approximately 1000 grams in the proportions
determined under Section 5. Mix this sample with the proposed asphalt cement
at the asphalt content (ACJMF) determined under Section 3.2 at
a mix temperature corresponding to an asphalt viscosity of 800 centistokes
determined under Section 2.3. When the aggregate is completely coated, transfer
the mixture to a pyrex glass plate (8-9 in. diameter) and spread the mixture
with a minimum of manipulation. Place the plate with the sample in the oven
at the mixing temperature. Observe the bottom of the plate after 60 minutes.
A slight puddle of asphalt cement at the points of contact between the aggregate
and the glass plate, as shown in Figure 5, is suitable and desirable after
the 60 minute period. Otherwise, repeat the test at a higher or lower mixing
temperature to achieve the desired contact area. If asphalt drainage occurs
at a mixing temperature which is too low to provide for adequate drying of
the aggregate (typically not lower than 225°F), an asphalt of a higher
viscosity should be used.

An intermediate observation of the plate can be made at 15 minutes. If there
is excessive drain down at the contact points, the sample can be discarded
and the test repeated at a lower temperature.

Figure 5: DRAIN DOWN CHARACTERISTICS

7.0Resistance to Effects of Water

Conduct the Immersion-Compression Test (AASHTO T 165 and T 167) on the designed
mixture. Prepare samples at the optimum mixing temperature determined in Section
6.0. Use a molding pressure of 2000 psi rather than the specified value of
3000 psi. Determination of the Bulk Specific Gravity is not required for this
design procedure.

After 4-day immersion at 120°F, the Index of Retained Strength shall
not be less than 50 percent unless otherwise permitted. Additives to promote
adhesion that will provide adequate retained strength may be used when necessary.